Mathcad - Perhitungan MPU SP. 3220 X RS. 2780 X 3 Mm PT.nindyaKarya

DATA PERHITUNGAN

I. Data Tanah Urug

Berat Jenis Tanah : soil 1.85tonne

m3:=

II. Data Corrugated Steel

Data dari katalog (Brosur) :

Type Corrugated : Type Multi Plate Underpass

Span : Sca 3.22 m:=

Tebal Plat : tc 3 mm:=

Keliling : kc 9.6 m:=

Luas / segmen : Ac 7.0 m2:=

Radius Atas : Ra 1.609m:=Radius Bawah : Rb 3.481m:=

Radius Samping : Rs 0.897m:=

Sudut Atas : t 15deg:=

Masa Strucktur :Wc 350 kg:=

Mutu Baja : fyc 2300kg

cm2:= fyc 230 Mpa=

Modulus Elastis : E 200 103 Mpa:=

SK.SNI T-02-2005 :

Lebar lajur : Sj 4m:= Max( )

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SNI 07-0950-1989 :

Panjang tangen :l 32.2 mm:=

Sudut : 45.2deg:=

Momen Inersia :Ic 1330mm4

mm:=

Radius girasi : r 19.5 mm:=

Momen perlawanan : Z 46mm3

mm:=

Luas penampang : Ap 3.5mm2

mm:=

Ultimate Seam Strength :Uss 1180000Nm

:=

Data Proyek :

Panjang Struktur : Lc 4 m:=

Tebal Tanah Timbunan :Hcs 1.0 m:=

III.1. Load analysis :

Dead Load (PDLtotal) :

PDLtotal soil Hcs:= PDLtotal 1.85 103kg

m2=

Live Load (PLL) :

Beban "D" :

Beban jalur ("BTR") : DqL 9.Kpa:=

DqL 900kg

m2= SK.SNI T-02-2005

Pasal 6.3.1 ayat 2 Hal. 18

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Beban jalur ("BGT") : DPL 49.kNm

:=

DPL 4.9 103kgm

= SK.SNI T-02-2005Pasal 6.3.1 ayat 3 Hal. 18

DPLtotalDPL

Sj:=

DPLtotal 1.225 103kg

m2=

Dimana :a1 = a2 = 30.00 cmb1 = 12.50 cmb2 = 50.00 cmMs = Muatan Rencana Sumbu = 50 Ton

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Area distribusi beban (SA) :

Ls 0.25 1.75+ 0.25+( )( ) 2 Hcs tan 45( )( )+:= 2 Hcs tan 45( )

Ls 4.25 m:=

Ws 0.2 2 Hcs tan 45( )( )+:= 2 Hcs tan 45( ) Ws 2.2 m:=

SA Ls Ws:= SA 9.35m2=

Beban "T" :

Beban Truck (TLLtotal) : TLL 200.kN:= SK.SNI T-02-2005 Pasal 6.4.1Hal. 22

TLL 2 104 kg=

TLLtotalTLLSA

:= TLLtotal 2.139 103kg

m2=

Live Load Total : PLLtotal TLLtotal DqL+ DPLtotal+( )( ):=

PLLtotal 4.264 103kg

m2=

III.1. Load analysis :

Dead Load (PDLtotal) :PDLsoil soil Hcs:= PDLsoil 1.85 103kg

m2=

PDLtotal PDLsoil( ) 1:=

PDLtotal 1.85 103kg

m2=

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III.2. Design Pressure (Pv) :

Pv PDLtotal PLLtotal+( ) 0.85:=

Australian Standard2042-1984 Sect 2.3Page 18

Pv 5.197 103kg

m2=

III.3. Ring Compression (RC) :


RCPv Sca( )

2:= RC 8.367 103

kgm

=

III.4. Ultimate Compressive Wall Stress (Fult) :


Scar

165.128=Sca

r294<

So Fult fyc:= Fult 2.3 107kg

m2=

III.5. Allowable Compressive Stress (Fa) :

FaFult

2:= Fa 115 Mpa= Australian Standard

2042-1984 Sect 2.5Page 19

III.6. Check Shapes Area / Thickness (Aact) :

AactRCFa

:= Aact 7.276 10 4- m= Australian Standard2042-1984 Sect 2.6Page 19Status if Aact Ap< "OK!", "Not OK!", ( ):=

Status "OK!"=

12

III.7. Check Handling Stiffness (Ffact) :


Ffmax 0.115mmN

:= For field assembled pipeswith bolt seams

Ffmax 1.15 10 3-mkg

=

FfSca2

E Ic:= Ff 3.898 10 4-

mkg

= Australian Standard2042-1984 Sect 2.7Page 19

Ffact Ff 1.5:= Ffact 5.847 10 4-mkg

=

Status if Ffact Ffmax< "Ok!", "Not Ok", ( ):=

Status "Ok!"=

III.8. Allowable Seam Strength (Ass) :

2:= For highway loading Australian Standard2042-1984 Sect 2.8Page 21

AssUss

:= Ass 5.9 104kgm

=

III.9. Check Minimum Cover (Hmin) :

HminSca6

:= Hmin 0.537m= Australian Standard2042-1984 Sect 2.9.3Page 21Status if Hmin Hcs( )< "Ok!", "Not Ok!", [ ]:=

Status "Ok!"=

III.10. Check Side Pressure (PS) :

Ps PvRaRs

:= Psu 300.Kpa:= Australian Standard2042-1984 Sect 2.10.2Page 22

Ps 9.322 103kg

m2= Psu 3 104

kg

m2=

Status if Ps Psu< "Ok!", "Not Ok!", ( ):=

Status "Ok!"=

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If requirement for haunch is fulfilled, a specified wall thickness of 3.0 mm with standardbolting is required.

Design By, Cheked By,

Tjut Endra Mara Ade Darmawan

12

Gs2.545 2.561+( )

2:=

N 0.1kg:=

MpaN

mm2:=

12

kN 1000N:=

KpaMpa

103:=

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ls 0.25 1.75+ 0.25+( )( ) 2 1 1( )+:=

ls 4.25=

ws 0.2 2 1 1( )+:=

ws 2.2=

12

KpaMpa

103:=

yt 18N:=

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yt 1.8kg=

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Mathcad - Perhitungan MPU SP. 3220 X RS. 2780 X 3 Mm PT.nindyaKarya